SS APP. ORANGE COAST COLLEGE

ArchitecturePlanningInteriors

/Architecture4611 Teller Avenue - Newport Beach - California - 92660http://www.tbparchitecture.com ph: 949.673.0300 - fx: 949.732.3895

tBP

ORANGE COAST COLLEGE

COAST COMMUNITY COLLEGE DISTRICT2701 FAIRVIEW ROAD, COSTA MESA, CALIFORNIA

COVER SHEET

T-1

north

file name:

drawn by: checked by:

drawing no.:

drawing of

arch

itectu

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Arch

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9.732

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consultant

agency

owner

date:

drawing title:

description:date:Rev:

tBP project number :

architect

THIS DRAWING AND THE DESIGNS, DEPICTIONS, IDEAS AND OTHER INFORMATIONCONTAINED HEREIN CONSTITUTE UNPUBLISHED WORK OF tBP/ARCHITECTURE ANDSHALL REMAIN THE PROPERTY OF tBP/ARCHITECTURE IN PERPETUITY. NO PARTTHEREOF SHALL BE REPRODUCED, DISCLOSED, DISTRIBUTED, SOLD, PUBLISHED OROTHERWISE USED IN ANY WAY WITHOUT THE ADVANCED EXPRESS WRITTEN CONSENTOF tBP/ARCHITECTURE.

ORAN

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ph: 858.674.5400 fx: 858.674.5471 SAN DIEGO CA 9212710920 VIA FRONTERA, SUITE 300DIVISION OF THE STATE ARCHITECTDIVISION OF THE STATE ARCHITECTA# 04-118930

APP. INC:REVIEWED FOR

SS FLS ACS

DATE:

IDENTIFICATION STAMP DIV. OF THE STATE ARCHITECT

04-118930

✔

01.16.20

SHEET INDEX ANDGENERAL NOTES

T-2

VAC VACUUM

PREFINISHEDPREFIN

HP

CONNECTIONCONN

HORSEPOWER

HEATING, VENTILATING, AIR

CORR

CONTRCOORD

COV

DBL

CTV

CSWK

DIM

DETDEPTDEMO

DIV.DIST.DISP.

DWG.

CONT

DN.DS.

DIA

D.L.

DF

CP

CT

CW

CR

DOWN SPOUTDOWN

DRAWING

LVLLVR

LLLT

LTG

LB.LDG

LAV.

KVA

LAB.

LOUVER

LIGHTING

LIVE LOAD

LEVEL

LIGHT

POUNDLANDING

LAVATORY

LABORATORY

KILOVOLT AMPERE

DIMENSION

DRINKING FOUNTAIN

DEPARTMENTDEMOLITION

DEAD LOAD

DIAMETER

DIVISIONDISTANCEDISPENSER

DETAIL

DOUBLE

CORRIDOR

CONTRACTORCOORDINATE

CONTROL PANEL

CABLE TELEVISION

CERAMIC TILECASEWORK

COLD WATER

CONDENSATE RETURN

CONTINUOUS

COVER

INSULATION

K

KOKIT.

JT. JCT.

IW

JAN.

INSUL.

INV. INT.

JUNCTION

KITCHENKNOCKOUT

KIP (1000 LB)

JOINT

INVERT

JANITOR

INTERIOR

IRRIGATION WATER

HW

I.E.

HVY

HVACHTWSHTWRHTG.HR.

HEAVY

INVERT ELEVATION

HOT WATER

CONDITIONING

HOURHEATING

HOT WATER SUPPLYHOT WATER RETURN

VERT. V.C.T. VAV

W

VEST.

WD. W.C.

WLWHSEWDW.

W/

WRWPGWP

WTW.W.F.

WSCT.

XFMR

WLD

ROOFINGRFG

R.O. RM.

ROUGH OPENINGROOM

RAD.

REV.RET

REQD. REINF.

RESIL.

REF.

REG. REFR.

R.D. RDWD.

PVC

QTY

R.

Q.T.

PSF

PSIPSG

PRELIMPROJ

RADIUS

REVERSERETURN

REQUIREDREINFORCING

RESILIENT

REFERENCE

REGISTERREFRIGERATOR

ROOF DRAINREDWOOD

POLYVINYL CHLORIDE

RISER

QUANTITYQUARRY TILE

PAINT SEMI-GLOSSPOUNDS PER SQUARE FOOT

POUNDS PER SQUARE INCH

PRELIMINARYPROJECT

WIND LOAD

WATER RESISTANTWATERPROOFINGWORKING POINT

WELDED WIRE FABRICWEIGHT

TRANSFORMER

WAINSCOT

WELDED

WAREHOUSEWINDOWWOODWATER CLOSET

VESTIBULEVERTICALVINYL COMPOSITION TILEVARIABLE AIR VOLUME

WATTWITH

FIBERGLASS REINFORCED PANEL

FIRE EXTINGUISHER CABINET

ELECTRIC WATER COOLERELECTRIC WATER HEATER

FIRE DEPARTMENT CONNECTION

FINISH FLOOR

FOLDING PANEL WOOD DOORFOLDING PANEL PARTITION

HOLLOW CORE NATURAL FINISHHOLLOW CORE PAINT FINISH

ASSYASBARCHAPPROX

BLKGBLDG

BBDBAT

BLW

BRKR

CAB

BUR

CARPCAT

BTU

BLO

CHBD

CEM

CFM

CHEMCHWR

CLG

CHWS

CMUCMT

CLOCLRM

CND

CONCCOMPCOMM

CONF

COLCO

CJCL

CICIR

CF

CB

BOBM

BLR

BD

CLOSET

CERAMIC MOSAIC TILECLASSROOM

CLEANOUT

CONCRETECOMPOSITIONCOMMUNICATION

CONFERENCE

CONCRETE MASONRY UNIT

COLUMN

CONDUIT

CHALKBOARD

CURB FACECUBIC FEET PER MINUTE

CHEMICALCHILLED WATER RETURN

CONTROL JOINT

CAST IRONCHILLED WATER SUPPLY

CENTERLINECEILING

CIRCLE

HDR

HGT.

HORIZ.H.M.

HDWD.HDW.

HCN

HDBD. HCP

H.B.

GYP.

HEADER

HEIGHT

HORIZONTALHOLLOW METAL

HARDWOODHARDWARE

HOSE BIBB

GYPSUM

HARDBOARD

GB

GPMGR.

GND. GLU.LAM.GL.

G.

GALV. GA.

FXTRFURR.FTG.

GRAB BAR

GRADE

GROUNDGALLONS PER MINUTE

GLUE LAMINATEDGLASS

FURRINGFOOTING

FIXTURE

GALVANIZEDGAGEGAS

BOTTOM OF

CATCH BASIN

BUILT UP ROOFINGBRITISH THERMAL UNIT

CATALOG

CEMENT

CABINETCARPET

BREAKER

BELOWBEAM

ARCHITECTAPPROXIMATELY

BLOCKING

BULLETIN BOARD

BOILERBLOWER

BUILDINGBOARD

ASSEMBLY

BATTERY

ASBESTOS

FPP

F.R.P.F.S.FT.

F.R.A.

FPW

FLUOR.FLR.FLASH.

FIN.

FIRE RATED ASSEMBLY

FLOOR SINKFOOT OR FEET

FLOORFLASHING

FLUORESCENT

FINISH

FDC

F.E.C.

F.H.

F.F.

F.E. FDN

F.A. FCF.D.

F

EXT.

FIRE EXTINGUISHERFOUNDATION

FIRE HYDRANT

EXTERIOR

FLOOR DRAIN

FIRE ALARMFOOTCANDLE

FACTORY FINISH

ACOUSACT

ADJ

AGGR

ADH

AMPANOD

ALUM

AFP

ALT

AFF

AD

ACP

AB

#

@

&

ACOUSTICAL TILE

AREA DRAINACOUSTICAL

ALTERNATE

ABOVE FINISH FLOORADJACENT

AGGREGATEACCORDIAN FOLDING PARTITION

ANODIZED

ALUMINUMAMPERE

ADHESIVE

DIAMETER OR ROUNDCENTERLINE

ACOUSTICAL PANEL

ANCHOR BOLT

NUMBER

ATANGLEAND

ENTR ENTRANCE

EST.

EXP. EXIST. EXH

E.W.C.EWH

EQ. EQUIP.

EP

ESTIMATE

EXISTINGEXHAUST

EXPANSION

EQUALEQUIPMENT

EPOXY ENAMEL

ENGENGY

EMER. ELEV.

ENCL.

E.J.ELEC.

EA.

ENGINEERENERGY

ENCLOSUREEMERGENCYELEVATION

EXPANSION JOINTELECTRICAL

EACH

STSTAG

SST.

STL.STD.

STRUCT.STORSTN

STC

SUSP.

SWBD

SWRSYM.

SWGR

T. T. & B.

TDTECH

T. & G.

SYS

SURF

TEMP.

THRUTHRES.THK

TOTT.O.P.

TYP.

TRNSF.

TKBD

UGNDUNFIN.U.N.O.

V

TEL.

PR.PREFAB

PNLPOS

PLYWD.PLFPLBG

P.L.

PLAT.PLAS.

PERP

PG

PIVP.H.

PEPF

PC

PERF

PBDPB

PREFABRICATEDPAIRPOSITIVEPANEL

POUNDS PER LINEAR FOOTPLUMBING

PLYWOOD

PROPERTY LINE

PLATFORMPLASTER

PERPENDICULARPAINT EGGSHELL

POST INDICATOR VALVE

PAINT GLOSSPANIC HARDWARE

PAINT FLAT

PORTLAND CEMENTPARTICLEBOARD

PERFORATED

PULL BOX

OPP.OVHD

PART.

OPNG.

OFOIOFF

O.F.O.D.

OFCI

O.A. O.C.

N.T.S. NOM.

NEG

NO.N.I.C.

NAT.(N)

OWNER FURNISHED-CONTRACTOR

INSTALLED

OPPOSITEOVERHEAD

PARTITION

OPENING

OVERFLOW DRAINOUTSIDE DIAMETER

INSTALLED

OWNER FURNISHED-OWNEROFFICE

OVERALLON CENTER

NOT TO SCALENOMINAL

NOT IN CONTRACTNEGATIVE

NUMBER

NATURALNEW

UNFINISHEDUNDERGROUND

UNLESS NOTED OTHERWISE

VOLT

TYPICAL

TRANSFORMER

TACKBOARDTHROUGHTHRESHOLD

TEMPERATURE

TOP OF PARAPETTOTAL

THICK

SWITCHBOARD

TONGUE AND GROOVE

TECHNICALTRENCH DRAIN

TOP AND BOTTOMTREAD

SWITCHGEAR

SYMBOLSYSTEM

TELEPHONE

SEWER

STANDARDSOUND TRANSMISSION CLASSSTAGGERED

STAINLESS STEEL

STRUCTURALSTORAGE

SUSPENDEDSURFACE

STEELSTAIN FINISH

STREET

S.C. S.B.

SCP

SCHED. SCN

S.D.

SFSECT.

SIM. SHT.

SPLYSPEC.

SCPL

S.SK.

MED

MISC.

MTD.

MVBLMUL.

MTL.MKR

MHMIN.MIR

MFR.MEZZ

MECH.MCCMAX.MATL.MASMANMAINT

MEDIUM

MISCELLANEOUS

MOUNTEDMULLIONMOVABLE

MARKERMETAL

MANUFACTURERMANHOLEMINIMUMMIRROR

MEZZANINE

MOTOR CONTROL CENTERMECHANICAL

MAXIMUMMATERIALMASONRYMANUALMAINTENANCE

SECTION

SQUARESUPPLYSPECIFICATIONS

SIMILAR

SQUARE FOOT

SERVICE SINKSQ.

SHEET

SCHEDULESOLID CORESPLASH BLOCK

SOLID CORE NATURAL FINISHSOLID CORE PAINT FINISH

STORM DRAINSOLID CORE P.LAM FINISH

MATERIAL SYMBOLSREFERENCE SYMBOLS

ABBREVIATIONS

AC ASPHALTIC CONCRETE

CTSK COUNTERSUNK

DG DECOMPOSED GRANITE

LAM. LAMINATED

LTF LINOLEUM TILE FLOORING

I.D. INSIDE DIAMETER

G.I. GALVANIZED IRON

F.R. FIRE RETARDANT

F.O.S. FACE OF STUD

F.O.F. FACE OF FINISHF.O.C. FACE OF CONCRETE F.O. FACE OF

F.O.M. FACE OF MASONRY

F.L. FLOW LINE

F.G. FINISHED GRADE

EXPSD. EXPOSED

(E) EXISTING

VFWC VINYL FABRIC WALL COVERING

UR. UTIL

U.O.S.URINALUTILITY

UNDERSIDE OF STRUCTURE

TW TOP OF WALL

T.O. TOP OF

T.P. TOP OF PAVING

T.G. TOP OF GRATE

T.C. TOP OF CURB

SV SHEET VINYL

SLR SEALER

R.T.F. RUBBER TILE FLOORING

P.LAM. PLASTIC LAMINATEPL. PLATE

PD PLANTER DRAIN

CL

SUMMARY OF WORK1. STRUCTURAL FOUNDATION AND BRACING FOR (1) PREFABRICATED ROCKET SCULPTURE.

PROJECT DIRECTORY

OWNERORANGE COAST COLLEGECOAST COMMUNITY COLLEGE DISTRICT2701 FAIRVIEW ROADCOST MESA, CA 92626PHONE: (626) 933-1000

ARCHITECT

ARCHITECTURALAS-1

T-2COVER SHEET

GENERAL

(NO. OF DRAWINGS - 2)

SHEET INDEX AND GENERAL NOTES

OVERALL CAMPUS SITE PLAN

(NO. OF DRAWINGS - 2)

T-1

SHEET INDEX

ENLARGED PLAN & DETAILSAS-2

DRAWINGS TOTAL - 8

STRUCTURAL (*) (NO. OF DRAWINGS - 4)

GENERAL NOTESS-0.1S-0.2

S-2.1

GENERAL NOTES

DROP TANK POOL ELEVATION & DETAIL

GENERAL REQUIREMENTS

1. ALL WORK TO CONFORM TO 2016 EDITION TITLE 24, CALIFORNIA CODE OF REGULATIONS (CCR)

2. CHANGES TO THE APPROVED DRAWINGS AND SPECIFICATIONS SHALL BE MADE BY ADDENDA OR CONSTRUCTION CHANGE DOCUMENTSAPPROVED BY THE DIVISIONS OF THE STATE ARCHITECT, AS REQUIRED BY SECTION 4-338, PART 1, TITLE 24, CCR.

3. A 'DSA CERTIFIED' PROJECT INSPECTOR EMPLOYED BY THE DISTRICT (OWNER) AND APPROVED BY THE DIVISION OF THE STATE ARCHITECTSHALL PROVIDE CONTINUOUS INSPECTION OF THE WORK. THE DUTIES OF THE INSPECTOR ARE DEFINED IN SECTION 4-342, CALIFORNIABUILDING STANDARDS ADMINISTRATIVE CODE (PART 1, TITLE 24 CCR). DSA INSPECTOR SHALL HAVE CLASS - 3 CERTIFICATION, MINIMUM.

4. A DSA ACCEPTED TESTING LABORATORY DIRECTLY EMPLOYED BY THE SCHOOL BOARD SHALL CONDUCT ALL THE REQUIRED TESTS ANDINSPECTIONS FOR THE PROJECT.

APPLICABLE CODES

APPLICABLE CODES AS OF JANUARY 1, 2017:

2016 BUILDING STANDARDS ADMINISTRATIVE CODE, PART 1, TITLE 24 C.C.R.

2016 CALIFORNIA BUILDING CODE (C.B.C.), PART 2, TITLE 24 C.C.R.(2015 INTERNATIONAL BUILDING CODE OF THE INTERNATIONAL CODE COUNCIL, WITH CALIFORNIA AMENDMENTS)

2016 CALIFORNIA ELECTRICAL CODE (C.E.C.), PART 3, TITLE 24 C.C.R.(2014 NATIONAL ELECTRICAL CODE OF THE NATIONAL FIRE PROTECTION ASSOCIATION, NFPA )

Statement of General Conformance

(Application No. _____________________File No._________________)

The drawings or sheets listed on the cover or index sheet [marked by asterisk (*) ]This drawing, page of specifications/calculations

have been prepared by other design professionals or consultants who are licensed and/orauthorized to prepare such drawings in this state. It has been examined by me for:

1) design intent and appears to meet the appropriate requirements of Title24, California Code of Regulations and the project specificationsprepared by me, and

2) coordination with my plans and specifications and is acceptable for incorporation into theconstruction of this project.

This Statement of General Conformance "shall not be construed as relieving me of myrights, duties, and responsibilities under Sections 17302 and 81138 of the Education Code andSections 4-336, 4-341 and 4-344" of Title 24, Part 1. (Title 24, Part 1, Section 4-317 (b))

I find that: All drawings or sheets listed on the cover or index sheetThis drawing or page

is/are in general conformance with the projectdesign, andhas/have been coordinated with the projectplans and specifications.

is/are in general conformance with the projectdesign intent, andhas/have been coordinated with the projectplans and specifications.

Signature Date Signature DateArchitect or Engineer designated to be ingeneral responsible charge

Architect or Engineer delegated responsibilityfor this portion of the work

Print Name

License Number Expiration Date

Print Name

License Number Expiration Date

S-1.1 TYPICAL DETAILS

file name:


drawing no.:

drawing of

arch

itectu

repla

nning

inter

iors

tBP/

Arch

itectu

re46

11 T

eller

Ave

nue

Newp

ort B

each

, CA

9266

0ph

: 949

.673.0

300

fx: 94

9.732

.3895

consultant

agency

owner

date:

drawing title:



architect


ORAN

GE C

OAST

COL

LEGE

COST

A ME

SA, C

ALIF

ORNI

A 92

626

2701

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COAS

T CO

MMUN

ITY

COLL

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DIST

RICT

21031.00

11/18/2019


STRUCTURALVCA ENGINEERS, INC.2151 MICHELSON DRIVE, SUITE 242IRVINE, CA 92612CONTACT PERSON: YOUNG NAMPHONE: (949) 679-0870

tBP/ARCHITECTURE4611 TELLER AVENUENEWPORT BEACH, CA 92660CONTACT PERSON: BOB DEMMONDPHONE: (949) 673-0300


SS FLS ACS

DATE:


04-118930

✔

01.16.20

OVERALL CAMPUSSITE PLAN

AS-1 SITE PLAN

SCALE: 1"=120'

1. LOCATIONS OF ALL UTILITIES SHOWN ARE APPROXIMATE. CONTRACTOR SHALL EXERCISEEXTREME CAUTION IN EXCAVATING AND TRENCHING TO AVOID INTERCEPTING EXISTING PIPING ORCONDUITS. THE ARCHITECT IS NOT RESPONSIBLE FOR THE LOCATION OF UNDERGROUND UTILITIESOR STRUCTURES WHETHER OR NOT SHOWN OR DETAILED AND INSTALLED BY OTHER CONTRACTS.THE CONTRACTOR SHALL IMMEDIATELY NOTIFY THE OWNER SHOULD SUCH UNIDENTIFIEDCONDITIONS BE DISCOVERED. THESE DRAWING DO NOT INCLUDE NECESSARY COMPONENTS FORCONSTRUCTION SAFETY.

2. VERIFY ALL EXISTING AND FINISH GRADES, DIMENSIONS AND SITE CONDITIONS BEFORECOMMENCING WORK AND REPORT ANY DISCREPANCIES TO THE ARCHITECT.

GENERAL NOTES

NORTHPROJECT

file name:


drawing no.:

drawing of

arch

itectu

repla

nning

inter

iors

tBP/

Arch

itectu

re46

11 T

eller

Ave

nue

Newp

ort B

each

, CA

9266

0ph

: 949

.673.0

300

fx: 94

9.732

.3895

consultant

agency

owner

date:

drawing title:



architect


ORAN

GE C

OAST

COL

LEGE

COST

A ME

SA, C

ALIF

ORNI

A 92

626

2701

FAI

RVIE

W R

OAD

COAS

T CO

MMUN

ITY

COLL

EGE

DIST

RICT

21031.00

11/18/2019


NORTHTRUE


SS FLS ACS

DATE:


04-118930

✔

01.16.20

ENLARGED PLAN& DETAILS

AS-2

NORTHPROJECT

file name:


drawing no.:

drawing of

arch

itectu

repla

nning

inter

iors

tBP/

Arch

itectu

re46

11 T

eller

Ave

nue

Newp

ort B

each

, CA

9266

0ph

: 949

.673.0

300

fx: 94

9.732

.3895

consultant

agency

owner

date:

drawing title:



architect


ORAN

GE C

OAST

COL

LEGE

COST

A ME

SA, C

ALIF

ORNI

A 92

626

2701

FAI

RVIE

W R

OAD

COAS

T CO

MMUN

ITY

COLL

EGE

DIST

RICT

21031.00

11/18/2019


NORTHTRUE


SS FLS ACS

DATE:


04-118930

✔

01.16.20

GENERAL NOTES:

1. DETAILS OF CONSTRUCTION NOT SHOWN SHALL BE OF SAME NATURE AS THOSE

SHOWN FOR SIMILAR CONDITIONS. REFER TO THE TYPICAL DETAIL SHEETS FOR

TYPICAL DETAILS OF CONSTRUCTION. TYPICAL DETAILS APPLY TO ALL

CONSTRUCTION UNLESS SPECIFICALLY NOTED OR SHOWN OTHERWISE. WHERE

CONDITIONS REQUIRE MODIFICATIONS OF A TYPICAL DETAIL, THE CONTRACTOR

SHALL SUBMIT MODIFIED DETAIL FOR APPROVAL BY THE ENGINEER OF RECORD

PRIOR TO FABRICATION AND INSTALLATION. DETAILS OF CONSTRUCTION NOT

SHOWN SHALL BE OF SAME NATURE AS THOSE SHOWN FOR SIMILAR

CONSTRUCTION.

2. ALL DIMENSIONS ON STRUCTURAL DRAWINGS SHALL BE CHECKED AGAINST

ARCHITECTURAL DIMENSIONS. DO NOT SCALE DRAWINGS. IF DIMENSIONS ARE

OMITTED OR NOT CLEAR, CONTACT THE ARCHITECT (ARCH) AND STRUCTURAL

ENGINEER OF RECORD (SEOR). ALL DIMENSIONS RELATED TO EXISTING

CONDITIONS SHALL BE FIELD VERIFIED BY THE CONTRACTOR. DIMENSIONS ARE

TO THE FACE OF STUDS, AND TO CENTERLINE OF COLUMNS UNO.

3. IT IS THE CONTRACTOR'S RESPONSIBILITY TO IMMEDIATELY NOTIFY THE SEOR

AND ARCH OF ANY CONFLICTS BETWEEN THE STRUCTURAL DRAWINGS AND

OTHER DRAWINGS; OR EXISTING CONDITIONS NOT SHOWN OR DIFFERENT FROM

THOSE SHOWN ON DRAWINGS PRIOR TO COMMENCEMENT OF WORK. THE

CONTRACTOR IS NOT TO ORDER MATERIAL OR CONSTRUCT ANY PORTION OF THE

BUILDING THAT IS IN CONFLICT UNTIL THE CONFLICT IS RESOLVED WITH THE

AFFECTED PARTIES.

4. THE STRUCTURAL DRAWINGS REPRESENT THE FINISHED STRUCTURE. UNLESS

OTHERWISE SHOWN THEY DO NOT INDICATE METHOD OF CONSTRUCTION. THE

CONTRACTOR SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE

CONSTRUCTION AND ALL ADJACENT PROPERTIES DURING CONSTRUCTION. SUCH

MEASURES SHALL INCLUDE BUT ARE NOT LIMITED TO BRACING, SHORING OF

LOADS DUE TO CONSTRUCTION EQUIPMENT, ETC. OBSERVATION VISITS TO THE

SITE BY THE ARCHITECT OR SEOR SHALL NOT INCLUDE OBSERVATION OF THE

ABOVE ITEMS.

5. SUBSTITUTION REQUESTS FOR MATERIALS SPECIFIED ON THE STRUCTURAL

DRAWINGS MAY BE CONSIDERED WITH MATERIALS HAVING EQUIVALENT OR

GREATER CAPACITY AND PERFORMANCE. CURRENT EVALUATION REPORTS AND

PRODUCT INFORMATION SHALL BE PROVIDED TO THE STRUCTURAL ENGINEER

DEMONSTRATING THE REQUIRED CAPACITY AND PERFORMANCE OF THE

MATERIAL TO BE SUBSTITUTED. WRITTEN APPROVAL FROM THE SEOR SHALL BE

OBTAINED PRIOR TO THE SUBSTITUTION OF ANY MATERIAL SPECIFIED ON THE

STRUCTURAL DOCUMENTS.

6. IT IS THE CONTRACTOR'S RESPONSIBILITY TO COMPLY WITH THE PERTINENT

SECTIONS OF THE "CONSTRUCTION SAFETY ORDERS" ISSUED BY THE STATE OF

CALIFORNIA, LATEST EDITION, AND ALL OSHA REQUIREMENTS AS THEY APPLY TO

THIS PROJECT. THE ARCHITECT, SEOR, AND THE OWNER DO NOT ACCEPT ANY

RESPONSIBILITY FOR THE CONTRACTOR'S FAILURE TO COMPLY WITH THESE

REQUIREMENTS.

7. ALL WORK IS NEW (N) UNLESS INDICATED AS EXISTING (E).

8. CONSTRUCTION MATERIALS SHALL BE DISTRIBUTED WHEN PLACED ON THE

STRUCTURE SUCH THAT LOADS DO NOT EXCEED DESIGN LIVE LOADS OR RESULT

IN AN UNBALANCED CONDITION.

STRUCTURAL DESIGN CRITERIA:

STRUCTURAL CONCRETE NOTES:

1. CONCRETE SHALL BE MIXED, PLACED AND CURED IN ACCORDANCE WITH ACI 318-14 .

2. CONCRETE SHALL NOT BE DROPPED THROUGH REINFORCING STEEL (AS IN WALLS) SO

AS TO CAUSE SEGREGATION OF AGGREGATES. IN SUCH CASES, HOPPERS AND

VERTICAL CHUTES OR TREMIE SHALL BE USED. CHUTES OR TRUNKS SHALL BE OF

VARIABLE LENGTHS SO THAT FREE UNCONFINED FALL OF CONCRETE SHALL NOT

EXCEED SIX FEET. A SUFFICIENT NUMBER OF CHUTES OR TRUNKS SHALL BE USED TO

ENSURE THE CONCRETE IS KEPT LEVEL AT ALL TIMES.

3. CONSTRUCTION JOINTS SHALL BE CLEANED AND ROUGHENED BY REMOVING THE

ENTIRE SURFACE TO EXPOSE CLEAN AGGREGATE SOLIDLY EMBEDDED IN THE

MORTAR MATRIX, DAMPEN THE JOINT PROR TO POUR CONC. SLUSH WITH A COAT OF

NEAT CEMENT BEFORE PLACING CONCRETE. SEE PLANS AND DETAILS FOR LOCATION

AND TYPE OF CONSTRUCTION JOINT. LOCATIONS OF ADDITIONAL CONSTRUCTION

JOINTS NOT SHOWN ON THESE PLANS SHALL BE SUBMITTED FOR APPROVAL BY THE

EOR PRIOR TO PLACING ANY CONCRETE.

4. STRUCTURAL CONCRETE SHALL MEET THE FOLLOWING DESIGN CRITERIA:

a. SLUMP MEASURED PRIOR TO SUPERPLASTICIZER, WHERE OCCURS.

5. CONCRETE MIX DESIGN AND TESTING SHALL MEET THE REQUIREMENTS OF THE

BUILDING CODE . ALL CONCRETE MIXES SHALL BE DESIGNED BY A RECOGNIZED

TESTING LAB STAMPED AND SEALED BY A LICENSED CALIFORNIA CIVIL ENGINEER AND

SUBMITTED TO THE SEOR FOR REVIEW PRIOR TO CONCRETE PLACEMENT.

STRUCTURAL CONCRETE MIXES SHALL CONSIST OF 5 SACK MINIMUM, UNO.

6. AGGREGATES IN NORMAL WEIGHT CONCRETE SHALL CONFORM TO ASTM C-33

(HARDROCK). AGGREGATES IN LIGHT WEIGHT CONCRETE SHALL CONFORM TO ASTM

C-330.

7. COMPRESSIVE STRENGTH TEST REPORTS SHALL BE SUBMITTED TO DSA AND THE

SEOR.

8. PORTLAND CEMENT SHALL BE TYPE II FOR ALL CONCRETE CONFORMING TO ASTM

C150, LOW ALKALI. MILL TESTS WITH CERTIFICATES OF COMPLIANCE SHALL BE

SUBMITTED.

9. FLY ASH OR OTHER POZZOLANS CONFORMING TO ASTM C618 CLASS N OR F MAY BE

USED AS A PARTIAL SUBSTITUTION FOR PORTLAND CEMENT UP TO A MAXIMUM OF 15%

TOTAL CEMENTITIOUS MATERIALS BY WEIGHT IF THE MIX DESIGN IS PROPORTIONED

PER ACI 318, SECTION 26.4.3.

10. CONCRETE MIXING OPERATIONS, ETC. SHALL CONFORM TO ASTM C94.

11. LEAN CONCRETE, WHERE SPECIFICALLY INDICATED, SHALL CONTAIN 2 SACKS OF

CEMENT PER CUBIC YARD OF CONCRETE.

12. DRYPACK OR NONSHRINK GROUT SHALL HAVE A MINIMUM 28 DAY COMPRESSIVE

STRENGTH OF 5000 PSI, AND CONSIST OF MASTERFLOW 713, FIVE STAR GROUT, SIKA

GROUT 212, EMBECO 636, OR APPROVED EQUAL. FOR THICK GROUT LAYERS FOLLOW

MANUFACTURER'S GUIDELINES TO ATTAIN THE REQUIRED STRENGTH, WHICH MAY

INCLUDE THE ADDITION OF PEA GRAVEL.

13. DO NOT USE ANY CONCRETE OR GROUT CONTAINING CHLORIDES. WATER USED IN

MIX SHALL BE CLEAN AND POTABLE.

14. FOR INTERIOR SLABS-ON-GRADE AND ALL OTHER SLABS RECEIVING ADHERED

FLOORING FINISHES (I.E., GLUED, ETC.), THE MAXIMUM W/C RATIO SHALL NOT EXCEED

0.46. CURING COMPOUNDS USED ON CONCRETE THAT IS TO RECIEVE FINISHES SHALL

BE COMPATIBLE WITH TILE AND ADHESIVES OR GROUTS IN ACCORDANCE WITH

MANUFACTURER'S DATA AND BE APPROVED BEFORE USE.

15. MAINTAIN CONCRETE ABOVE 50 DEGREES FAHRENHEIT AND IN A MOIST CONDITION

FOR A MINIMUM OF 7 DAYS AFTER PLACEMENT UNLESS OTHERWISE ACCEPTED BY

SEOR.

16. SEE ARCHITECTURAL DRAWINGS FOR WALL OPENINGS, WALL OFFSETS, CHAMFERS,

KERFS, DRIPS AND FOR EXTENT OF DEPRESSIONS, RAMPS, ETC. PROVIDE SLEEVES

FOR ALL PIPES THROUGH CONCRETE WALLS AND FOOTINGS WHERE SHOWN ON

THESE DRAWINGS. CORING IS NOT PERMITTED WITHOUT PRIOR APPROVAL BY THE

SEOR.

17. EXPOSED CORNERS OF SLABS, BEAMS, WALLS, COLUMNS, ETC. SHALL BE FORMED

WITH 3/4" CHAMFER, UNO.

18. SUBMIT PRODUCT DATA, SHOP DRAWINGS, AND SUBMITTALS PRIOR TO FABRICATION.

DESIGN DATA, TEST REPORTS, CERTIFICATES, MANUFACTUER'S INSTRUCTIONS,

MANUFACTURER'S FIELD REPORTS, AND QUALIFICATION STATEMENTS SHALL BE

INCLUDED IN SUBMITTALS.

LOCATION

FOUNDATIONS 3000 psi 1 1/2" 0.45 4"

ALL OTHER STRUCTURAL

CONCRETE NOT NOTED ABOVE

3000 psi 1" 0.45 6"

MIN-28 DAY

COMP STRENGTH

MAX

AGGREGATE

SIZE

MAX

W/C

RATIO

MAX

SLUMP

a

1. CODES:

ALL WORK SHALL BE IN CONFORMANCE WITH THE CALIFORNIA BUILDING

CODE (CBC) 2016 EDITION, INCLUDING ALL AMENDMENTS. ALL STANDARDS

USED SHALL BE THE LATEST VERSION APPROVED BY THE CODE

ENFORCEMENT AGENCY ON THE DATE OF THE PERMIT ISSUANCE UNLESS

SPECIFICALLY NOTED OTHERWISE.

2. SEISMIC DESIGN INFORMATION:

3. WIND DESIGN INFORMATION:

1. WELDING PROCEDURES, ELECTRODES AND WELDER QUALIFICATIONS

SHALL CONFORM TO THE STRUCTURAL WELDING CODE-STEEL, AMERICAN

WELDING SOCIETY (AWS), D1.1 AND THE AISC "SPECIFICATION FOR

STRUCTURAL STEEL BUILDINGS".

2. ALL WELDERS SHALL HAVE EVIDENCE OF PASSING THE AWS STANDARD

QUALIFICATION TESTS, AND SHALL BE CERTIFIED FOR THE WORK THEY

ARE PERFORMING.

3. PROJECT WELDING SHALL BE PERFORMED ONLY IN ACCORDANCE WITH

WELDING PROCEDURE SPECIFICATIONS (WPS) SUBMITTED BY THE

CONTRACTOR AND REVIEWED BY THE SEOR AND PROJECT WELDING

INSPECTOR. THE WPS SHALL BE IN ACCORDANCE WITH AWS D1.1-D1.4

CURRENT EDITION.

4. WELDING OF STRUCTURAL STEEL SHALL BE PERFORMED PER AWS D1.1

USING E80XX ELECTRODES UNLESS OTHERWISED NOTED.

5. WELDING OF REINFORCING BARS SHALL BE PERFORMED PER AWS D1.4

USING E80XX ELECTRODES.

6. WELDING OF METAL DECK AND LIGHT GAGE STEEL SHALL BE IN

ACCORDANCE WITH AWS D1.3.

7. ALL FULL PENETRATION WELDS SHALL BE ULTRA-SONIC TESTED PER AWS

D1.1.

8. ALL GROOVE OR BUTT WELDS SHALL BE COMPLETE PENETRATION WELDS.

ALL EXPOSED BUTT WELDS SHALL BE GROUND SMOOTH.

9. ALL EXPOSED WELDS ON ARCHITECTURALLY EXPOSED STRUCTURAL

STEEL (AESS) SHALL COMPLY WITH AISC CODE OF STANDARD PRACTICE,

SECTION 10.

10. FIELD WELDS HAVE BEEN INDICATED WHERE THEY ARE EXPECTED TO

OCCUR. THE CONTRACTOR SHALL DETERMINE THE ACTUAL FIELD

WELDING NECESSARY TO COMPLETE THE PROJECT AND INCLUDE ALL

ASSOCIATED COSTS WITHIN THE BASE BID.

11. WHERE WELDS ARE DESIGNATED AS DEMAND CRITICAL, THEY SHALL BE

MADE WITH A FILLER METAL CAPABLE OF PROVIDING A MINIMUM CHARPY

V-NOTCH (CVN) TOUGHNESS OF 20 FT-LB AT -20°F AND 40 FT-LB AT 70°F.

SEE AISC 341-10 SECTION A3.4b FOR ADDITIONAL REQUIREMENTS.

12. ALL WELDS WITHIN MEMBERS DESIGNATED AS PART OF THE LATERAL

FORCE RESISTING SYSTEM (LFRS) SHALL CONFORM TO THE DETAILING,

MATERIALS, WORKMANSHIP, TESTING, AND INSPECTION REQUIREMENTS

PER AWS D1.8.

WELDING NOTES:

I = 1.00RISK CAT. II SITE CLASS D

S

S

= 1.603 S

1

= 0.591 S

DS

= 1.069 S

D1

= 0.591

1. FIELD VERIFY ALL CONDITIONS & DIMENSIONS PRIOR TO SHOP DRAWING

PRODUCTION AND FABRICATION OF STRUCTURAL ELEMENTS.

2. WHERE ALL OTHER EXISTING CONDITIONS VARY SIGNIFICANTLY FROM

THOSE SHOWN ON THESE DRAWINGS, THE STRUCTURAL ENGINEER SHALL

BE NOTIFIED PRIOR TO CONTINUED CONSTRUCTION RELATED TO SUBJECT

CONDITIONS.

3. SHORE ALL EXISTING CONSTRUCTION AS REQUIRED.

4. ALL EXISTING (E) CONNECTIONS AT ELEMENTS TO BE REPLACED SHALL BE

REPLACED OR RE-ATTACHED TO MATCH EXISTING CONDITIONS.

5. VERIFY LOCATION OF EXISTING (E) REBAR BEFORE FABRICATION USING

NON-DESTRUCTIVE TESTING.

6. SPECIAL INSPECTION IS REQUIRED FOR ALL WORK.

7. SEE "AS BUILT" DRAWINGS FOR EXISTING BUILDING DESIGN FOR ITEMS NOT

SHOWN OR NOTED.

EXISTING CONDITIONS NOTES:

AB ANCHOR BOLT

ABV ABOVE

ADDT'L ADDITIONAL

ADJ ADJACENT

AFF ABOVE FINISH FLOOR

ALT ALTERNATE

ARCH ARCHITECT(URAL)

BLDG BUILDING

BLKG BLOCKING

BLW BELOW

BM BEAM

BN BOUNDARY NAILING

B.O. BOTTOM OF

BOTT BOTTOM

BRG BEARING

BS BOTH SIDES

BTWN BETWEEN

C CAMBER

CIP CAST IN PLACE

CJ CONTROL/

CONSTRUCTION JOINT

CL CENTERLINE

CLR CLEAR

CMU CONCRETE MASONRY UNIT

COL COLUMN

CONC CONCRETE

CONN CONNECTION

CONT CONTINUOUS

CP COMPLETE PENETRATION

CSK COUNTERSINK

CTR(D) CENTER(ED)

D

B

BAR OR BOLT DIAMETER

DBL DOUBLE

DEMO DEMOLITION

DET DETAIL

DIA DIAMETER

DIAG DIAGONAL

DIM DIMENSION

DO DITTO

DWG DRAWING

(E) EXISTING

EA EACH

EF EACH FACE

EJ EXPANSION JOIST

EMBED EMBEDMENT

ELEC ELECTRICAL

ELEV ELEVATION

EN EDGE NAILING

E.O. EDGE OF

EOR ENGINEER OF RECORD

EQ EQUAL

EQUIP EQUIPMENT

ES EACH SIDE OR EDGE SCREW

EW EACH WAY

EXP EXPANSION

EXT EXTERIOR

FIN FINISH

FLR FLOOR

FN FIELD NAILING

FND FOUNDATION

F.O. FACE OF

FS FAR SIDE OR FIELD SCREW

FRMG FRAMING

FT FOOT OR FEET

FTG FOOTING

G GIRDER

GA GAGE

GALV GALVANIZED

HAB HEADED ANCHOR BOLT

HD HOLDDOWN

HDR HEADER

HGR HANGER

HK HOOK

HORIZ HORIZONTAL

HP HIGH POINT

HS HIGH STRENGTH

HSS HOLLOW STRUCTURAL STEEL

HT HEIGHT

IN INCH

INT INTERIOR

JST JOIST

KLF KIPS PER LINEAR FOOT

KSL KIPS PER SQUARE FOOT

KSI KIPS PER SQUARE INCH

L ANGLE

LFRS LATERAL FORCE

RESISTING SYSTEM

LLH LONG LEG HORIZONTAL

LLV LONG LEG VERTICAL

LP LOW POINT

LWC LIGHTWEIGHT CONCRETE

MAX MAXIMUM

MB MACHINE BOLT

MECH MECHANICAL

MFR MANUFACTURER

MIN MINIMUM

MTL METAL

(N) NEW

NS NEAR SIDE OR NON-SHRINK

NTS NOT TO SCALE

NWC NORMAL WEIGHT CONCRETE

OC ON CENTER

O.F. OUTSIDE FACE

OH OPPOSITE HAND

OPNG OPENING

PDF POWDER DRIVEN FASTENER

PJ PANEL JOIST

PL PLATE

PLC(S) PLACE(S)

PLF POUND PER

LINEAR FOOT

PLYWD PLYWOOD

PREFAB PREFABRICATED

PSF POUND PER SQUARE FOOT

PSI POUND PER SQUARE INCH

PT PRESSURE TREATED OR

POST TENSION

QTY QUANTITY

RAD, R RADIUS

REF REFERENCE

REINF REINFORCING

REQD REQUIRED

SB SILL BOLT

SC SAW CUT OR SLIP CRITICAL

SCHED SCHEDULE

SEOR STRUCTURAL ENGINEER

ON RECORD

SHTG SHEATHING

SIM SIMILAR

SMS SHEET METAL SCREW

SN SILL NAIL

SOG SLAB ON GRADE

SQ SQUARE

SS STAINLESS STEEL

STD STANDARD

STGRD STAGGERED

STIFF STIFFENER

STL STEEL

STRUCT STRUCTURAL

T&B TOP AND BOTTOM

THK THICK

T.O. TOP OF

TOM TOP OF MASONRY

TOS TOP OF STEEL

TYP TYPICAL

UNO UNLESS NOTED OTHERWISE

VERT VERTICAL

W/ WITH

W/O WITHOUT

WF WIDE FLANGE

WLD WELDED

WO WHERE OCCURS

WP WORK POINT

WT WEIGHT

WWF WELDED WIRE FABRIC

Ø DIAMETER

EFERENCE ELEVATION

OR WORK POINT

I = 1.00OCCUPANCY CAT. II EXPOSURE C

BASIC WIND SPEED V

fm

= 110 MPH

LFRS : STEEL ORDINARY CANTILEVER COLUMN SYSTEM

R = 1.25 C

d

= 1.25 Ω = 1.25 C

s

= 0.93

1. NO SOILS REPORT AVAILABLE; THEREFORE, MINIMUM VALUES USED PER

2016 CBC.

2. ALLOWABLE VERTICAL BEARING PRESSURE = 1500 PSF

ALLOWABLE LATERAL BEARING PRESSURE = 100 PSF PER FT OF DEPTH

3. THE CONTRACTOR SHALL CONFORM TO ALL RECOMMENDATIONS AND

CONDITIONS INDICATED IN THE 2016 CBC. A GEOTECHNICAL ENGINEER

SHALL OBSERVE ALL FOOTING EXCAVATIONS PRIOR TO PLACING

CONCRETE.

4. SUBSURFACE SOIL PREPARATION:

A. ALL EXISTING UNDOCUMENTED FILL SHALL BE REMOVED AND

RECOMPACTED. ALL TOPSOILS SHALL BE REMOVED AS REQUIRED BY

THE GEOTECHNICAL ENGINEER.

B. GEOTECHNICAL ENGINEER SHALL BE RETAINED DURING THE

OVEREXCAVATION PROCESS. THE ACTUAL DEPTH OF REMOVAL WILL

BE DETERMINED DURING GRADING OPERATIONS.

C. OFFSITE FILL MATERIAL SHALL BE APPROVED BY THE GEOTECHNICAL

ENGINEER PRIOR TO PLACEMENT.

5. SPREAD FOOTINGS ARE CENTERED UNDER WALLS AND COLUMNS, UNO.

6. FOOTING ELEVATIONS ARE NOTED ON THE PLANS AND DETAILS AND

SHALL BE USED FOR BIDDING. IN ANY CASE, FOOTINGS SHALL BEAR ON

FIRM UNDISTURBED SOIL OR ENGINEERED FILL, IN ACCORDANCE WITH

THE 2016 CBC AND DETAILS SHOWN.

7. CONTRACTOR SHALL PROTECT ALL UTILITY LINES, ETC. ENCOUNTERED

DURING EXCAVATION AND BACKFILLING.

8. FOOTING BACKFILL AND UTILITY TRENCH BACKFILL WITHIN BUILDING

AREA SHALL BE MECHANICALLY COMPACTED IN LAYERS WITH THE

APPROVAL OF THE GEOTECHNICAL ENGINEER. FLOODING IS NOT

PERMITTED.

9. ALL TRENCHES SHALL COMPLY WITH APPLICABLE OSHA REQUIREMENTS.

10. PRIOR TO THE CONTRACTOR REQUESTING A BUILDING DEPARTMENT

FOUNDATION INSPECTION, THE SOILS ENGINEER SHALL ADVISE THE

BUILDING OFFICIAL IN WRITING THAT:

A. THE BUILDING PAD WAS PREPARED IN ACCORDANCE WITH THE 2016

CBC.

B. THE UTILITY TRENCHES HAVE BEEN PROPERLY BACKFILLED AND

COMPACTED.

C. THE FOUNDATION EXCAVATIONS COMPLY WITH THE INTENT OF THE

2016 CBC.

FOUNDATION NOTES: TYPICAL ABBREVIATIONS:

file name:


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9266

0ph

: 949

.673.0

300

fx: 94

9.732

.3895

consultant

agency

owner

date:

drawing title:



architect


ORAN

GE C

OAST

COL

LEGE

ROCK

ET SC

ULPT

URE

COST

A ME

SA, C

ALIF

ORNI

A 92

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2701

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21031.00

11/18/2019

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E N G I N E E R S I N C

2151 Michelson Dr. #240Irvine, CA 92612Tel. 949.679.0870Fax. 949.679.9370Project No.: F503

V C A

C I V I L

Quality

Service

Commitment

S T R U C T U R A L DBEMBE SBE

GENERAL NOTES

S-0.1


SS FLS ACS

DATE:


04-118930

✔

01.16.20

REINFORCING STEEL NOTES:

1. DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL SHALL CONFORM

TO THE STANDARD OF THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC),

AS CONTAINED IN THE LATEST EDITION OF "AISC MANUAL OF STEEL

CONSTRUCTION".

2. ALL STRUCTURAL STEEL SHALL BE ERECTED PLUMB AND TRUE TO LINE.

TEMPORARY BRACING SHALL BE INSTALLED AND SHALL BE LEFT IN PLACE UNTIL

OTHER MEANS IS PROVIDED TO ADEQUATELY BRACE THE STRUCTURE.

3. PROVIDE THE FOLLOWING MATERIALS FOR STRUCTURAL STEEL UNO:

4. EXCEPT AS OTHERWISE NOTED, ALL BOLTS SHALL BE HIGH STRENGTH BOLTS.

5. ALL CONNECTIONS NOT SHOWN SHALL CONFORM TO THE "AISC MANUAL OF

STEEL CONSTRUCTION" AND SHALL BE SUBMITTED ON SHOP DRAWINGS FOR

REVIEW BY SEOR PRIOR TO FABRICATION.

6. ALL WELDED HEADED STUDS, THREADED STUDS, AND DEFORMED BARS SHALL BE

NELSON, OR EQUIVALENT, AND WELDED (IN ACCORDANCE WITH MANUFACTURER'S

RECOMMENDATIONS BY CERTIFIED WELDERS) SO AS TO FULLY DEVELOP THE

TENSILE CAPACITY OF THE CONNECTOR.

7. HIGH STRENGTH BOLTS SHALL BE INSTALLED IN ACCORDANCE WITH THE

CURRENT EDITION OF THE "AISC SPECIFICATION FOR STRUCTURAL JOINTS USING

ASTM A325 OR A490 BOLTS". SLIP CRITICAL BOLTS (SC) SHALL BE USED FOR ALL

"LATERAL FORCE RESISTING SYSTEM" (LFRS) MEMBER STEEL-TO-STEEL

CONNECTIONS. TIGHTEN SLIP CRITICAL BOLTS USING ONE OF THE FOLLOWING:

TWIST-OFF BOLTS, TENSION CONTROL CALIBRATED WRENCH OR DIRECT TENSION

INDICATORS. HIGH STRENGTH BOLTS NOT IN THE LFRS MAY BE INSTALLED HAND

TIGHT.

8. BOLTS WITH UPSET THREADS ARE NOT ALLOWED. USE THE APPROPRIATE NUT

AND WASHER TYPE FOR THE SPECIFIED BOLT.

9. ALL STEEL FABRICATION SHALL BE PERFORMED BY A LICENSED FABRICATOR.

10. ALL STRUCTURAL STEEL AND MISCELLANEOUS STEEL PERMANENTLY EXPOSED

TO THE ELEMENTS SHALL BE HOT DIP GALVANIZED AFTER FABRICATION UNLESS A

WEATHER PROOF COATING IS SPECIFIED BY THE ARCHITECT UNO. STAINLESS

AND WEATHERING STEELS ARE EXCEPTED WHERE SPECIFIED.

11. SEE ARCHITECTURAL DRAWINGS FOR NAILER HOLES, WELDED STUDS OR OTHER

ITEMS NOT SHOWN IN THESE DRAWINGS. WHERE STEEL IS EMBEDDED IN

CONCRETE OR MASONRY, PROVIDE HOLES AS REQUIRED FOR PASSAGE OF

CONTINUOUS REINFORCING BARS WHERE INDICATED ON DRAWINGS. DO NOT CUT

HOLES IN STRUCTURAL STEEL WITHOUT PRIOR APPROVAL OF SEOR.

12. PLACE NON-SHRINK OR DRYPACK GROUT UNDER ALL BASE PLATES AND ALLOW

TO CURE BEFORE APPLYING LOADS. SEE NOTE 12 OF STRUCTURAL CONCRETE

NOTE 12 FOR GROUT INFORMATION.

13. ALL STEEL TUBES SHALL BE CAPPED AT ENDS.

14. SUBMIT SHOP AND ERECTION DRAWINGS PRIOR TO FABRICATION .

PREPARE ERECTION DRAWINGS BY STATE REGISTERED STRUCTURAL ENGINEER.

SHOW WELDED CONNECTIONS. LENGTHS OF WELDS, PROFILES, SIZES, SPACING

AND LOCATIONS OF ALL MEMBERS, ATTACHMENTS, ANCHORAGES. FRAMED

OPENINGS SIZE AND TYPE OF FASTENERS, CAMBERS AND LAND LOADS.

CONTRACTOR IS RESPONSIBLE FOR DIMENSIONS ON SHOP DRAWINGS.

STRUCTURAL STEEL GRADES:

A. ALL WIDE FLANGE SECTIONSASTM A992

B.

SQUARE OR RECTANGULAR HOLLOW STRUCTURAL

SECTIONS (HSS)

ASTM A500, GRADE B

(F

y

=46 KSI)

C.

ROUND HOLLOW STRUCTURAL SECTIONS (HSS)

ASTM A500, GRADE B

(F

y

=42 KSI)

D. PIPES

ASTM A53 TYPE E OR S,

GRADE B, (F

y

=35 KSI)

E. PLATES, ANGLES, CHANNELS & TEESASTM A36

F. MACHINE BOLTS (MB)ASTM A307

G. HIGH STRENGTH BOLTS (HSB)ASTM A325 TYPE N

H. WELDED HEADED STUDSASTM A108

I. THREADED RODS FOR ANCHOR BOLTSASTM F1554, GRADE 55

1. REINFORCING GRADES FOR CONCRETE OR MASONRY:

A. ALL BARS EXCEPT THOSE TO BE WELDED................. ASTM A615, GRADE 60

B. TIES AND STIRRUPS .................................................. ASTM A615, GRADE 60

C. WELDED WIRE FABRIC ............................................... ASTM A185

D. ALL BARS TO BE WELDED ........................................ ASTM A706, GRADE 60

2. MAINTAIN MINIMUM CONCRETE COVER FROM FACE OF CONCRETE TO EDGE

OF ALL REINFORCEMENT AS FOLLOWS (UNO):

PROVIDE THE LARGEST COVER REQUIRED FOR ALL APPLICABLE CONDITIONS.

WHERE #3 STIRRUPS OR TIES ARE USED, ENSURE THAT THE COVER FOR

LONGITUDINAL BARS IS ADEQUATE.

3. REINFORCEMENT SHALL BE PLACED IN ACCORDANCE WITH THE CONCRETE

REINFORCING STEEL INSTITUTE (CRSI) "MANUAL OF STANDARD PRACTICE".

EACH REINFORCING BAR SHALL BE WIRED TO A CROSS BAR AT A MAXIMUM

SPACING OF 24" OC. PROVIDE ALL ACCESSORIES NECESSARY TO SUPPORT

REINFORCING IN POSITIONS SHOWN ON THE PLANS.

4. SPLICES IN CONTINUOUS REINFORCEMENT AS USED IN WALLS, WALL

FOOTINGS, ETC., SHALL HAVE A CLASS "B" LAP (1'-6" MIN) AND THE SPLICES IN

ADJACENT BARS SHALL BE NOT LESS THAN 5'-0" APART. VERTICAL WALL BARS

SHALL BE SPLICED AT OR NEAR FLOOR LINES. BARS MAY BE WIRED

TOGETHER AT SPLICES OR LAPS EXCEPT FOR TOP REINFORCING OF BEAMS

AND SLABS OR WHERE SPECIFICALLY DETAILED TO BE SEPARATED. WELDED

WIRE FABRIC SHALL BE LAPPED 12" MINIMUM.

5. ALL DOWELS, ANCHOR BOLTS AND OTHER HARDWARE TO BE SET IN

CONCRETE SHALL BE TIED IN PLACE PRIOR TO PLACEMENT OF CONCRETE.

NO WET SETTING, STABBING, RODDING OR OTHER MOVEMENT OF EMBEDDED

ITEMS SHALL BE PERFORMED DURING PLACEMENT OF CONCRETE.

6. BEND REINFORCING BARS COLD.

7. STEEL SHALL BE KEPT CLEAN AND FREE OF RUST.

8. DOWELS BETWEEN FOOTING AND WALLS OR COLUMNS SHALL BE THE SAME

GRADE, SIZE AND SPACING AS THE MAIN REINFORCING UNO.

9. ALL BARS SHALL BE MARKED SO THEIR IDENTIFICATION CAN BE MADE WHEN

THE FINAL IN PLACE INSPECTION IS MADE.

10. CHAIRS OR SPACERS FOR REINFORCING SHALL BE NON-FERROUS OR PLASTIC

COATED WHEN RESTING ON EXPOSED SURFACES.

CONDITION COVER

CONCRETE POURED AGAINST EARTH3"

CONCRETE POURED IN FORMS AND EXPOSED TO WEATHER OR EARTH

- #6 BARS AND LARGER2"

- #5 BARS AND SMALLER 1 1/2"

INTERIOR COLUMNS AND BEAMS 1 1/2"

INTERIOR WALL FACES AND RAISED SLABS 1 1/2"

STRUCTURAL SLABS ON GRADE

- FROM BOTTOM OF SLAB2"

- FROM TOP OF SLAB 1 1/2"

OTHER CONCRETE NOT EXPOSED TO WEATHER OR EARTH FOR

#11 BARS AND SMALLER

3/4"

1. EACH CONTRACTOR RESPONSIBLE FOR THE CONSTRUCTION OF A MAIN

LATERAL-FORCE-RESISTING SYSTEM, DESIGNATED ON PLANS SHALL

SUBMIT A WRITTEN STATEMENT OF RESPONSIBILITY TO THE BUILDING

OFFICIAL AND THE OWNER PRIOR TO THE COMMENCEMENT OF WORK ON

THE SYSTEM OR COMPONENT. THE CONTRACTOR'S STATEMENT OF

RESPONSIBILITY SHALL CONTAIN THE FOLLOWING:

A. ACKNOWLEDGMENT OF AWARENESS OF THE SPECIAL

REQUIREMENTS.

B. ACKNOWLEDGMENT THAT CONTROL WILL BE EXERCISED TO OBTAIN

CONFORMANCE WITH THE CONSTRUCTION DOCUMENTS APPROVED

BY THE BUILDING OFFICIAL.

C. PROCEDURES FOR EXERCISING CONTROL WITHIN THE

CONTRACTOR'S ORGANIZATION, THE METHOD AND FREQUENCY OF

REPORTING AND THE DISTRIBUTION OF THE REPORTS.

D. IDENTIFICATION AND QUALIFICATIONS OF THE PERSON(S)

EXERCISING SUCH CONTROL AND THEIR POSITION(S) IN THE

ORGANIZATION.

CONTRACTOR RESPONSIBILITY NOTE:

STRUCTURAL STEEL NOTES:

1. THE OWNER SHALL EMPLOY ONE OR MORE SPECIAL INSPECTORS TO PROVIDE

INSPECTIONS DURING CONSTRUCTION. THE SPECIAL INSPECTOR SHALL BE A

QUALIFIED PERSON WHO SHALL DEMONSTRATE COMPETENCE, TO THE

SATISFACTION OF THE BUILDING OFFICIAL, FOR INSPECTION OF THE PARTICULAR

TYPE OF CONSTRUCTION OR OPERATION REQUIRING SPECIAL INSPECTION.

2. SPECIAL INSPECTIONS ARE NOT REQUIRED WHERE THE WORK IS DONE ON THE

PREMISES OF A FABRICATOR REGISTERED AND APPROVED TO PERFORM SUCH

WORK WITHOUT SPECIAL INSPECTION. APPROVED FABRICATORS MUST SUBMIT A

CERTIFICATE OF COMPLIANCE FOR OFFSITE FABRICATIONS SUCH AS STRUCTURAL

STEEL, PRECAST CONCRETE, GLUED LAMINATED TIMBER, ETC.

3. ALL INSPECTIONS SHALL BE PERFORMED BY INDEPENDENT SPECIAL INSPECTORS.

JOB SITE VISITS BY THE STRUCTURAL ENGINEER OR BUILDING OFFICIAL DO NOT

CONSTITUTE AND ARE NOT A SUBSTITUTE FOR INSPECTIONS BY A SPECIAL

INSPECTOR.

4. ALL INSPECTION REPORTS SHALL BE SUBMITTED TO DSA AND SEOR. THE FINAL

REPORTS BY THE SPECIAL INSPECTOR(S) MUST CERTIFY THAT THE ENTIRE

STRUCTURAL SYSTEM COMPLIES WITH THE APPROVED PLANS.

5. IT IS SOLELY THE CONTRACTOR'S RESPONSIBILITY TO SEE THAT THESE

INSPECTIONS ARE PERFORMED.

6. WORK REQUIRING SPECIAL INSPECTION SHALL BE INSPECTED BY THE SPECIAL

INSPECTOR WHO IS PRESENT IN THE AREA WHERE THE WORK IS PERFORMED AND

AT THE COMPLETION OF WORK. CONTINUOUS INSPECTION CONSISTS OF

FULL-TIME INSPECTION; PERIODIC INSPECTION CONSISTS OF PART-TIME OR

INTERMITTENT INSPECTION.

7. THE FOLLOWING SPECIAL INSPECTIONS ARE IN ADDITION TO INSPECTIONS BY THE

BUILDING OFFICIAL. THIS LIST IS NOT INTENDED TO BE ALL INCLUSIVE.

8. REFER TO DSA 103 SPECIAL INSPECTION FORM FOR ALL TEST AND INSPECTION

REQUIRED, AS WELL AS CALIFORNIA BUILDING CODE CHAPTER 17A.

STATEMENT OF SPECIAL INSPECTIONS:

file name:


drawing no.:

drawing of

arch

itectu

repla

nning

inter

iors

tBP/

Arch

itectu

re46

11 T

eller

Ave

nue

Newp

ort B

each

, CA

9266

0ph

: 949

.673.0

300

fx: 94

9.732

.3895

consultant

agency

owner

date:

drawing title:



architect


ORAN

GE C

OAST

COL

LEGE

ROCK

ET SC

ULPT

URE

COST

A ME

SA, C

ALIF

ORNI

A 92

626

2701

FAI

RVIE

W R

OAD

COAS

T CO

MMUN

ITY

COLL

EGE

DIST

RICT

21031.00

11/18/2019

-




V C A

C I V I L

Quality

Service

Commitment


GENERAL NOTES

S-0.2


SS FLS ACS

DATE:


04-118930

✔

01.16.20

SCALE: N.T.S.

POLE BASE PLATE

4

SCALE: N.T.S.

DROP TANK MOUNTING PLATES

7

SCALE: N.T.S.

ANCHOR BOLT DETAIL

8

SCALE: N.T.S.

POLE DATA

9

SCALE: N.T.S.

DROP TANK BRACKET

11

SCALE: N.T.S.

STAINLESS STL. SADDLE

12

SCALE: N.T.S.

DETAIL

13

SCALE: N.T.S.

DETAIL

14

SCALE: N.T.S.

DETAIL

15

SCALE: N.T.S.

DETAIL

16

SCALE: N.T.S.

TYPICAL REINFORCEMENT DETAIL AND DEVELOPMENT LENGHTS

1

d

b

4d

b

(#3, #4, & #5)

6d

b

(#6, #7, & #8)

90° BEND

135° BEND

6

d

b

3

"

M

I

N

INSIDE BEND DIAM D, TYP

90°

HOOK

DE

TA

ILIN

G

DIM

EN

SIO

NIN

G

6d

b

(#3, #4, #5), 3" MIN

12d

b

(>#5)

A

B

NOTES:

1. L

dh

- HOOK DEVELOPMENT LENGTH.

2. L

d

- DEVELOPMENT LENGTH.

3. SEE BUILDING CODE AND ACI 318-14 VERSION FOR ALL REQUIREMENTS NOT NOTED.

4. FOR LIGHTWEIGHT CONCRETE MULTIPLY L

dh

AND L

d

VALUES SHOWN BY 1.3.

5. "TOP" BARS ARE HORIZONTAL WITH MORE THAN 12" OF FRESH CONCRETE CAST BELOW BARS. ALL

OTHER BARS ARE "OTHER" BARS.

6. STD HOOK L

dh

DOES NOT ACCOUNT FOR THE EFFECT OF TIES. CONFINED HOOK L

dh

MAY BE USED

WHERE ACI 318-14 25.4.3.1 APPLIES.

7. VALUES SHOWN ABOVE ARE FOR GRADE 60 (FY=60 KSI) REINFORCEMENT.

8. SPLICE LENGTHS SHOWN ARE FOR CLEAR SPACING NOT LESS THAN 2d

b

,

CONCRETE COVER NOT LESS THAN d

b

.

FINISHED BEND

DIAMETER "D" IN

INCHES

BAR SIZE

#9

#10

#11

#14

#18

9 1/2"

10 3/4"

12"

24"

18 1/4"

STANDARD HOOKS

d

b

12d

b

MIN

MIN HOOK EMBED

LENGTH L

dh

6d

b

(#8 & SMALLER)

8d

b

(#9, #10 & #11)

d

b

INSIDE BEND

DIAM D, TYP

90° HOOK

180° "U" HOOK

4d

b

MIN &

2 1/2" MIN

JOINT FACE @ STD HOOK,

OUTSIDE OF TIE @

CONFINED HOOK

2" MIN

COVER

2" MIN SIDE

COVER IS REQ'D

FOR STRAIGHT BAR EMBED,

USE DEVELOPMENT LENGTH L

d

D

E

CLOSED TIE / HOOP

F

ROUND HOOP

SPLICE LENGTH

CLASS B TYPICAL

CONTACT SPLICE

d

b

NON-CONTACT SPLICE

1/2" M

IN

6" M

AX

.

1:6 MAX SHOP

BEND ALLOWED

G

LAP SPLICES

BAR

SIZE

#3

#4

#5

#6

#7

#8

#9

#10

#11

6

8

10

12

14

16

18

20

22

22

29

36

43

63

72

81

91

101

TOP

29

38

47

56

82

94

106

119

132

23

29

102

91

81

72

63

43

37

3000 P

SI N

WC

L

dh

(in)

STD

HOOK

L

d

(in)

DEVELOPMENT

LENGTH

LAP

SPLICE (in)

CLASS B

OTHER

STD & CONFINED HOOKS

(NON-STIRRUP/TIE)

CAP / CROSS TIE

BEAM TIE / STIRRUP

STIRRUP & TIE HOOKS

(#8 & SMALLER ONLY)

6" O

VE

RLA

P

W

/ 90° H

OO

KS

TOPOTHER

17

22

28

33

48

55

62

70

78

C

"M"

BASE PLATE

CENTER HOLE

(10"Ø)

"Z"

"Y"

"S"

(4) - ANCHOR BOLTS WITH

(2) HEX NUTS AND (2) WASHERS

PER BOLT WITH THREADED

END GALVANIZED AT LEAST 12"

(FI554-GR 55)

"K"

"J"

"U"

POLE DATA

ITEMQTY

1 1

POLE SHAFT POLE BASE ANCHOR BOLT

BASE

DIA.

(IN)

TOP

DIA.

(IN)

12.00 9.48

LEGNTH

(FT)

18.00

GAUGE

OR THK.

(GA OR IN)

7 GA

SQUARE

"S"

(IN)

17.00

BOLT

CIRCLE

"Y"

(IN)

16.00

THK

"M"

(IN)

1.500

HOLE

"Z"

(IN)

1.75

DIA.

"K"

(IN)

1.50

LENGTH

"J"

(IN)

54.00

THREAD

LENGTH

"U"

(IN)

6.00

MOUNTING PLATE

"A"

17.00"

"B"

13.70"

"C"

1.00"

"D

1.25"

"E"

0.313"

"H"

0.75" X 4.00"

1

.

5

0

"

"D"

(0.31"

MAX)

TYP

"D" ("D"-0.06)

TYP

G

0

30

G

THE LESSER OF "D" OR "T"

T=TUBE WALL THK (0.25" MAX)

TYP

SIZE "H" HEX HEAD BOLTS (A325)

WITH HEX NUTS & WASHERS

17"W X 72"H X 1"THK

ATTACHMENT PLATE

"E" THICK

GUSSETS

ATTACHMENT

PER 11/-

"T"

TYP

"C"

"D"

30"72"

"B"

(TYP)

"A"

(TYP)

"A"

(TYP)

"B"

TYP

UNSCREW (E) RIGGING

EYE BOLT

3/4"Ø WELDED

THREADED ROD

(ASTM A307)

(E) THREADED LUG

(ASTM A307)

3"SQ X 1" THK PL

(ASTM A36)

2" Ø

3/16

3/16

3 1/2"

2 1/2" THREADED

INTO TANK

(E)THREADED LUG

(N)THREADED LUG

DROP

TANK BY

OTHERS

POLE PER

9

-

SEE DETAIL

FOR BASE PLATE INFO.

9

-

SEE DETAIL

FOR ANCHOR BOLT INFO.

9

-

(N)SADDLE

PER

TYP @ 2 PLACES

12

-

(E) HOLLOW

SECTION IN

(E)THREADED LUG

3/16

TOP &

BOT.

DROP

TANK BY

OTHERS

TYP.

3/16

17"W X 6" H X 1/4"THK

STAINLESS STL PL.

W/ 1"SQ HOLE FOR LUG

BENT 6" H X 1/4"THK

STAINLESS STL

PLATE TO MATCH DROP TANK OUTSIDE RADIUS

W/ 1"SQ HOLE FOR LUG

17"W X 6"H X 1/2"THK

STIFF. PL.

1/4"THK PL.

TOP & BOT.

(STAINLESS

STEEL)

1/4"THK PL.(STAINLESS STEEL) @ EA. SIDE

3/16

TYP.

1/2"

3/16

TOP &

BOT.

SECTION A-A

ELEVATION

A-A

BRACKET

PER

11

-

1"

TYP

1/4

DUE TO MANUFACTURING

CRITERIA, BASE PLATES

MAY HAVE SLOTS FOR

GALVANIZING DRAINAGE

file name:


drawing no.:

drawing of

arch

itectu

repla

nning

inter

iors

tBP/

Arch

itectu

re46

11 T

eller

Ave

nue

Newp

ort B

each

, CA

9266

0ph

: 949

.673.0

300

fx: 94

9.732

.3895

consultant

agency

owner

date:

drawing title:



architect


ORAN

GE C

OAST

COL

LEGE

ROCK

ET SC

ULPT

URE

COST

A ME

SA, C

ALIF

ORNI

A 92

626

2701

FAI

RVIE

W R

OAD

COAS

T CO

MMUN

ITY

COLL

EGE

DIST

RICT

21031.00

11/18/2019

-




V C A

C I V I L

Quality

Service

Commitment


TYPICAL DETAILS

S-1.1


SS FLS ACS

DATE:


04-118930

✔

01.16.20

27"

18'-0"

DROP TANK

BY OTHERS

(MAX 600 #)

SCALE: 3/4" = 1'-0"

DROP TANK POLE ELEVATION

1

STD CAP 2190C

BASE COVER

(CL27AC)

11"

ROUND TAPERED

STEEL (DS 210) COL.

(ASTM 595 GRADE A

OR A572 GR. 55)

SEE

FOR MORE INFO

10'-0"

36"Ø

(12) #5 VERT

(3)-#4 TIES @ TOP 5"

3/4" CHAMFER

5"

2" MAX

NON-SHRINK GROUT

3" MIN

CLR

#4 TIES @ 6"O/C

3" C

LR

9

S-1.1

7

S-1.1

8"

MIN

SEE FOR ANCHOR BOLT

9

S-1.1

4

S-1.1

SEE FOR BASE PLATE

AA

SECTION A-A

CL OF COL.

± 30" Ø

36"

MAX

CL OF DROP TANK

file name:


drawing no.:

drawing of

arch

itectu

repla

nning

inter

iors

tBP/

Arch

itectu

re46

11 T

eller

Ave

nue

Newp

ort B

each

, CA

9266

0ph

: 949

.673.0

300

fx: 94

9.732

.3895

consultant

agency

owner

date:

drawing title:



architect


ORAN

GE C

OAST

COL

LEGE

ROCK

ET SC

ULPT

URE

COST

A ME

SA, C

ALIF

ORNI

A 92

626

2701

FAI

RVIE

W R

OAD

COAS

T CO

MMUN

ITY

COLL

EGE

DIST

RICT

21031.00

11/18/2019

-




V C A

C I V I L

Quality

Service

Commitment


DROP TANK POOL

ELEVATION & DETAIL

S-2.1

4


SS FLS ACS

DATE:


04-118930

✔

01.16.20

Documents

SS APP. ORANGE COAST COLLEGE